6 OAK STREET - CERTIFICATION LETTER BARUN CORP
October 29,2020
RE: CERTIFICATION LETTER
Project Address: Ramos,Reynaldo Residence
6 Oak St,
Salem,MA 01970
Design Criteria:
Applicable Codes=MA Res.Code 9th Edition/IEBC,2015 IRC,ASCE 7-10,and 2015 NDS
Risk Category=II
Wind Speed=127 mph,Exposure Category C, Partially/Fully Enclosed Method
Ground Snow Load=50 psf
-Roof 1&2&3:2x8 @ 24"OC, Roof DL=11 psf,Roof LL/SL=39 psf(Non-PV),Roof LL/SL=22.5 psf(PV)
To Whom It May Concern,
A jobsite survey of the existing framing system of the address indicated above was provided.All structural evaluation is based on the
site inspection observations and the design criteria listed above.The evaluation is only valid when provided information is true and
accurate.
Existing roof structural framing has been reviewed for additional loading due to installation of PV Solar System on the roof.The
structural review applies to the sections of roof that is directly supporting the solar PV system.
Based on this evaluation,I certify that the alteration to the existing structure by installation of the PV system meets the requirements of
the applicable existing building and/or new building provisions adopted/referenced above.
Additionally,the PV module assembly including attachment hardware has been reviewed to be in accordance with the manufacturer's
specifications and to meet and/or exceed the requirements set forth by the referenced codes.
Sincerely,
Yuri Yurianto S.E,P.E.
MA
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By Yuri at 7:41:08 PM, 1012912020
Barun Corp i Design and Engineering i 610.202.4506 chrisk@barun-corp.com I www.barun-corp.com
Roof 1&2&3
PV System Dead Load(PV-DL)
PV module weight 2.5 psf
Hardware assembly weight 0.5 psf
PV-DL 3 psf
Roof Dead Load(R-DL) Material Panel Area
Existing Roofing Material Comp Roof 1 layers 2.5 psf
Underlayment 0.5 psf
Plywood Sheathing 1.5 psf
Rafter Size and Spacing 2 x 8 @ 24 in.O.C. 1.56 psf
Vaulted ceiling Yes 3 psf
Miscellaneous 1.5 psf
Total Roof Dead Load R-DLj 11 psf
Reduced Roof Live Load(Lr) Expression Value
Roof Live Load L. 20.0 psf
Member Tributary Area At <200 sf
Roof 1&2&3 Roof Pitch 9/12 or35°
Trubutary Area Reduction Rl 1
Slope Roof Reduction RZ 0.775
Reduced Roof Live Load Lr=L.(Ri)(Rz) 15.5 psf
Snow Load Value
Ground Snow Load pg 50
Effective Roof Slope 35'
Snow Importance Factor IS 1.0
Snow Exposure Factor Ce 1.0
Snow Thermal Factor
Ct 1.1
Minimum Flat Roof Snow Load Pf-min 20
Flat Roof Snow Load Pf 38.5
Slope Roof Snow Load on Roof (All other surfaces)
Roof Slope Factor C
s roof 1.00
Ps-roof 38.50
Sloped Roof Snow Load on PV Unobstructed slip
pery ppery surfaces)
Roof Slope Factor C' 0.58
ps-py 22.50
Barun Corp I Design and Engineering 610.202.4506 chrisk@barun-corp.com www.barun-corp.com
COMPANY PROJECT
WoodWorks®
SO"WAREFOR WOOD DESIGN
Oct. 29, 2020 18:40 Roof 1&2&3
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 11.00 (24.0") psf
DL-PV1 Dead Partial Area No 4. 90 10.42 3.00 (24.0") psf
SL-PV1 Snow Partial Area No 4. 90 10.42 22.50 (24.0") psf
SL1 Snow Partial Area No 0.00 4.90 38.50 (24.0") psf
SL2 Snow Partial Area No 1 10.42 10.53 38.50 (24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
- - J3.616'
1'
10.509'
Unfactored:
Dead 172 159
Snow 393 241
Factored:
Total 564 401
Bearing:
F'theta 567 567
Capacity
Joist 744 425
Support 586 586
Des ratio
Joist 0.76 0. 94
Support 0. 96 0. 68
Load comb #2 #2
Length 0.50* 0.50*
Min read 0.48** 0.50*
Cb 1.75 1.00
Cb min 1.75 1.00
Cb support 1.25 1.25
Fcp sup 625 625
"Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports
"Minimum bearing length governed by the required width of the supporting member.
Roof1&2&3
Lumber n-ply, S-P-F, No.1/No.2, W, 1-ply (1-1/2"x7-1/4")
Supports: All -Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0"c/c; Total length: 13.62'; Clear span: 1.224', 11.834;Volume = 1.0 cu.ft.; Pitch: 9/12
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
F: -
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Roof 1&2&3 WoodWorksO Sizer 2019 (Update 1) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Desi n
Shear fv = 45 Fv' = 155 psi fv/Fv' = 0.29
Bending(+) fb = 888 Fb' = 1389 psi fb/Fb' = 0. 64
Bending(-) fb = 48 Fb' = 785 psi fb/Fb' = 0.06
Live Defl 'n 0.23 = L/607 1.19 = L/120 in 0.20
Total Defl'n 0.44 = L/325 1.43 = L/100 in L 0.31
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 - 2
Fb'- 875 1.15 1.00 1.00 0.565 1.200 - 1.15 1.00 1.00 - 2
Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1 .4 million 1.00 1. 00 - - - - 1.00 1.00 - 2
Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S
Bending(+) : LC #2 = D+S
Bending(-) : LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing Support 1 - LC #2 = D+S
Support 2 - LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 369, V design = 328 lbs; M(+) = 973 lbs-ft; M(-) = 52 lbs-ft
EI = 66.69e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(-) : Lu = 11.88 ' Le = 18.94 ' RB = 27.1; Lu based on full span
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.
7. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not
govern design.